IS 802

Indian Standard

CODE OF PRACTICE FOR

USE OF STRUCTURAL

STEEL IN OVERHEAD

TRANSMISSION

LINE TOWERS

( Second Revision

)

0.1

This Indian Standard (Second Revision) was adopted by the Indian Standards Institution on 11July 1977, after the draft finalized by the Structural Engineering Sectional Committee had been approved by the Structural and Metals Division Council and Civil Engineering Division Council.

0

.

2

This standaxd has been prepared with a view to establishing uniform practice for design, fabrication, testing and inspection of overhead steel transmission line towers. This part covers requirements in regard to material, loads and permissible stresses. Provisions for fabrication, gal-vanizing, inspection and packing will be covered in Part II whereas testing of these towers willbe covered in Part IIIof this standard.

0.3 This standard was first published in 1967 and was revised in 1973. hefollowing important modifications have been made in this revision:

a) Clause 7relating to types of towers has been modified keeping in view the practices being followed in the country and abroad. b) Clause 8 relating to the 'broken wire conditions' have been

further elaborated both for single circuit and double circuit towers. c) A table giving the values of allowable unit stresses for different

.

!:..

.

ratios ofcompression members, as stipulated in 10.1, has been

r

added.

d) Appendix A giving typical calculation of tower loading has been revised. Method of calculation of wind loads on tower body has been improved upon.

e) Numerical values ofloads and stresses and formulae for calculat-ing permissible stresses, etc, have been given both in SI and metric units. It is proposed to change over to SI units completely in the near future.

0.4 As transmission line towers are comparatively light structures and

al

I

I

SCOPE . ' . t be adopted that the maximum wind pressure is the chief criterion for their design, tl' h' t ndard stipulates the various deSIgnconf,lderatl~nsdOtransmission Sectional Committee felt that concurrence of earthquake and maximu11.1 T IS~ a ofself-supporting steel lattice towers or ~v~~eat sses wind pressure is unlikely to take place. Specific provisions of earthqual in the d~lgnvers loads combination of loads and permIssl Ie s re ... forces have, therefore, not been specified in the standard. However,

i

1ines an co , . .' f alvanizing inspection, packmg and particular regions where earthquakes are experienced frequently, eart!, 1.1.1 Details r~g.ardlI:g fabnca lOn,~eing cover~d in Part II and Pal't III quake ~orcesmay be c.onsidered in the ~esign of steel transmission lintesting of transmIssl~n Ime towers are

-towers m accordance wIth IS:1893-1970 . • of the code. , , 'd 't h been assumed that the

. , ,.. '£ It' g the provlSlonsofth,s co e,I as

8.5 In regard to desIgn offoundatlOn for transmISSlOn hne towers refereno NOTE- WhIle,ormu a: hbolts

may be made to IS: 4091-1967t· structuralconnectiOnsare roug . d ers and special towers for river

0.6 Any details ofdesign or other items not covered in thiscode ( includin!1.2 This code does not cover

Tt

U

~~

w~l~~e covered by separate code, Part II and Part III) shall generally bein accordance with IS: 800-1962l crossing or other long spans. e .

0.7 The code envisages for the present, fabrication of transmission linl RIAL

towers by. means of bolted connections o.nly. The provisions of this codl2. MATE " rms shall be of structural steel relate mamly to structural steel conformmg to IS: 226-1975§ and Gra<k21 The tower members mcludmg cross a

k

t to mutual agreement Fe41O-0 ofIS: 1977-197511, While steel conforming to IS : 961-1975~ mal ~nforming to IS: 226-1975*. Hov.:ever" s~ ~rconforming to Grade Fe also be used in the transmission line towers, the permissible stresses anatetween the purchaser and the fabnc~t~, s ee ndary members, that is, other design details have not been specified for this steel for the present 410-0 of IS: 1977-1975t may be use or se~o I stresses.

As the production ofstructural steel sections conforming to IS: 961-1975\ members carrying no computed stressesor nomma 6639 1972t and, their use in transmission line towers increase, these provisions will bl ~ N t _ Bolts and nuts shall conform to IS:6

d

1

4,

covered in the standard in due course. Meanwhile the useof steel conform 2.2 Bolt~ an: 1 U S erties shall conform to property class4' an c ass ing to IS: 961-1975~r in transmission line towers may be generally i The mec~;n1~~7tfOPbolts and nuts respectively.

accordance with the relevant provisions of this code as well a ofIS: 13~- or

f

,

IS' 2016-1967\1. Heavy washers

IS: 800-1962t. 2.3 Washers- Washers shall con~ormSt~in . washers shall conform to

0.8 This standard keeps in view the manufacturing, design and trad. ~hall conform to IS: 6610-1972 I' P g

practices followed in the country in this field. Assistance has also

bee

n

~S:3063-1972**. h 11 be galvanized in

derived from the following: 'Z.4 Galvanizing - Bolts and other fa.st~nersf:h a embers ofthe tower

i) Report on economic design of transmission lines. Central Boar. accordance with IS: 5358-1969ttt gal~antz~ng ~ash~: shall be galvanized ofIrrigation and Power, New Delhi, 1971. shall conform to IS: 4759-1968t an spnng

,J)

Guide for design of steel transmission line towers. America in accordance with IS: 1573-1970§§. . h

n

conform to Society of Civil Engineers, New York, 1971. , 25 Other material used in the constructlOn of thhe towters.sls~herever they

. . .. h' • . S d d pecification for t e ma ena

0.9 For the purpose of decIdmg whether a partIcular reqUIrement of t H appropriate Indian tan ar s

standard is complied with, the final value, observed or calculated, express exist. ,.

ing the result of a test, shall be rounded off in accordance with .S 'fi ' £ t tural steel(standard quality) (fifth revlsl~l~).

IS:2-1960**. The number of significant places retained in the rounded SPec~ficat~on ;,r s :u~tural steel(ordinary quality) (second revIsIOn). off value should be the same as that of the specified value in this standard. !SPec~ficat~on<,orhSrugonbolts for steelstructures.

---______ • pecl catiOn ,or exa (fi t 'sion)

.Criteria forearthquake resistant designofstructures (second revision). §Technicalsupply conditions for threade~:asteners rs revi ' tCode of practice for designand constructionoffoundations for transmission linetowerf

II

Specificationfor plain washers (first revISion).

and poles. I , , £ h shers forsteelstructures.

SpeCIficatiOnor eavywa 1 t d screws(first revision). :Code of practice foruseofstructural steelin generalbuilding construction (Tlvim/). ..Specification forspring washersfor bo ts,nu san

§Specificationforstructural steel( standard quality) (fifth revision ). d' Ianized coatings onfasteners.

ttSpecification for hot- lpgav It Iand otherallied products. IISpecificationforstructural steel ( ordinary quality) (second revision). "d' tingsonstructura s ee " )

1~Spec,ficatiOnfor hot- Ipcoa " on and steel(first revIsion ~Specificationfor structural steel ( high tensile) (second revision). §§Specificationforelectroplated coatings for ZlDCon lr

3. WIND PRESSURES

3.1 Wind Pressure Map of Ind' 0 h b' 32 2The wind pressure values given inFig. I and Tables I and 2arebased

., la - n t e aSIS of measur d ., . lik lb' d d'cr f

maXImum wIlld velocities for different t fl' . . e maximum wIlld pressure e yto e expenence over 1l1erent parts 0

ofshort duration as in squall the co t~arhs0bt le cdo.u~~rYd~ncludIllg wm<J,tO~ecountry within a height of about 30 m above mean retarding surface,

f I. ,un 1y as een IVlOe Into three zon .' h h' h f h I b th I I Th

o ow, medIUm and heavy wind ressures. The m . . ~irrespectIve of t e eig tot e Pace a ove e ~ean sea. eve. e

areas covered by different wind zo:Cs is iven in F'O'

fP

of IndIa ShOWIngaltitude of the c~untry traversed may, therefore, be Ignored m so.far as

• g J",. . the maximum wmd pressure on towers, conductors, and ground WIres are

3.2 WInd Pressure Loads concerned.

T 3b~·1The wind pressures on towers and .conductors shall be as given in 3.2.3 For the purpose of computing the ~ind load on b~ndle ~onductors

a esI and 2 and shall be assumed as actmg horizontally. /( more than one cond~ctor per phase), wmd pressure gIven m Tab.le 2

.

~.2.1

.

1

In t~1ecase of towers the wind pressures shall be calculated 0 shall be assumed as actmg on full projected area of each conductor m a

15 tImes the projected area ofthe memhers on the windward face. In hnbundle.

case of conductors and ground w'r th ." t e ..'

be assumed as t' h f 11 I~s e preSSUles gJven m Table 2shall 3.2.4 For the purpose of computatmg the wmd pressure on msulator

ac mg on t e u projected area. . strings, the effective projected area of the string shall be assumed as 50

TABLE 1 WIND PRESSURES ON TOWERS percent of the projected area of the cylinder with a diameter equal to that

(Clrl1lses3.2.l alld 3.2.2) of the insulators skirt. The pressure shall becalculated as for tower members.

5. TRANSVERSE, LONGITUDINAL AND VERTICAL LOADS

2550 (260) 2640 (270) 2680 (274) 2740 (280) 5.1 Transverse Load Due to Wind on Conductors and Ground

_____ tWires - The transverse load due to wind shall be calculated on the wind

--;:T:::;A~BiiL:iE~2~wW;IN~D:VP:;;R~E;-;;S~S:;U;;R;;E;::"";O::;N:;-:C:::':O~N:::::':"::':::-::~----__

===

=_=

'

span. Under broken-wire conditions, 50 percent of the intact span and 10

DUCTORS AND GROUND WIRES percent of the broken span shall be assumed as wind span. These loads (Clauses 3.2.J,3.2.2and 3.2.3) are in addition to the transverse load due to line deviation, wind loads on

ZONE the tower, etc.

MAXIMUM WiND PRESSURE

(see Fig. 1) N/m2 (kgf/m2 ) NOTE- The wind span is the sum of the two half spans adjacent to the support

under consideration. INTENSITVOF

PRESSURE

ZONE

( seeFig. I)

PRESSURE IN N/m2 (kgf/m2) ON TOWERS AND SUPPORTSAT A HEIGHT

~

---

--

--

-

-

~-

---

-

--Up to 30illA~ove 30-35 m 35-40ill 404s-m' Mean Retardmg Surface INTENSITVOF PRESSURE

4.1 The temperature range varies for different localities under different

diurnal and seasonal conditions. The absolute maximum and minimum

temperatures, which may be expected in different localities in the country,

are indicated on the maps of India in Fig. 2and Fig. 3 respectively. These

may be used for assessing the temperature stresses in conductors and

ground wires. The absolute maximum temperature values given in Fig. 2

shall be increased by 17°C to allow for the sun's radiation, heating effect of

current, etc, in the conductor.

5.2 Longitudinal Load - The unbalanced pull due to broken conductors

in the case of supports with suspension strings, may be assumed as equal to

50 percent of the maximum working tension of the conductor.

5.2.1

For bundle conductors, the pull due to broken conductors in the

case of supports with suspension strings, may be assumed as equal to

25 percent of the maximum working tension of aU the subconductors in one

5.2.1

.

1

For the ground wire broken condition, 100 percent ot th\

maximum working tension shall be considered for the purpose of design oftower.

5.2.2

The unbalanced pull due to broken conductor or ground wire in the case of tension strings, shall be equal to the component of the maximum working tension ofthe conductor or the ground wire as the case may be, in the longitudinal direction along with its components in the transverse direction. This will be taken for the maximum as well as the minimum angle of the deviation for which the tower is designed and the condition which ismost stringent for a member shall be adopted.

5.2.2.1

When there is a possibility of the tower being used with a ' longer span by reducing the angle of line deviation, the tower member shall also be checked for longitudinal and transverse components arising out of the reduced angle of line deviation.

5.3 Vertical Loads - The vertical load due to conductors and ground wires shall be based on appropriate weight span. A provision of 1500N

(150 kgf) may be made for the weight of a lineman with tools. These loads are in addition to the vertical loads due to insulators and fittings and dead weight of the structures. An additional erection load of 3 500 N (350 kgf) shall also be considered for the design of conductor's cross arm only. The stringing procedure shall ensure that the above vertical loads are not exceeded.

NOTE - The weight span is the horizontal distance between the lowest points ofthe

conductor, on thetwospans adjacent tothe tower. Thelowest point is defined asthe

pointatwhich the tangent to the sag curve or to the sag curve produced, is horizontal. 5.4 Ice Loadings - If the transmission line is subjected to snow load, ice loading for conductors and ground wires shall be assumed corresponding to radial thickness of ice of 12 mm. The corresponding wind pressure shall be assumed as 392 N/m2 (40 kgf/m3) on the projected area of conductors and ground wire at the minimum temperature.

5.4.1

No iceloading shall be assumed for tower body.

6.1

In accordance with Rule 76(1)( a) of the Indian Electricity Rules 1956, the factor of safety in the design of structural members of steel transmission line towers, may be assumed as 2'0 under normal conditions and 1'5 under broken-wire conditions.

6.2

In accordance with Rule 76(1)(c) of the Indian Electricity Rules 1956, the factors of safety of conductors and ground wires may he assumed as specified in 6.2.1.

28

.'

",.~ •••• 1lEIl

.-I .

..,

.

..

.e

L

JOOHPllIl

f·

.

J,

_I~

,.1

.

1

The minimum factot of. safety for conductor. may be assun:ed

2'0 b_ased on their ultimate_.tenSil_h estrength_. correspondlllg to the followlllg

matie conditions expected III t e regIOn: a) 32°C and maximum wind pressure, and

b) Minimum temperature and two-thirds of maximum wind pressure.

In addition the conductor tension at 32°C without external load, .ould not exceed the following percentage of the ultimate strength of the

mduetor:

Initial unloaded tension Fiml.1unloaded tension

35 percent 25 percent

'.1 The selection of the most suitable types of tower for transmission lines lepends on the actual terrain of the line and, therefore, it isnot possible o include specific rules in this standard. Experience has, however, shown hefollowing types of towers are generally suitable for most of the lines:

a) Tangent towers with sus

-pension string ( 0°to2° ) b) Small angle towers

with tension strings

(2° to 15°)

c) Medium angle towers with tension strings

( IS° to 30° )

d) Large angle ( 30° to 60°) and dead end towers with tension strings

N°1E -

The a,:gles of line deviation specified are for the normal span. The span dmar, .owever, be Increased up to an optimum limit by reducing the angle of line

eVlatlOn.

8.

BROKE

NaW

IR

E

CO

N

DIT

IONS

To be used on straight runs and up to 2°line deviation.

To be used for line deviation from 2° to IS°

To be used for line deviation from IS° to30°

To be med for line deviation from 30° to 60° and for dead ends

a) Single Circuit Towers:

I)

Tangent towers with suspension string ( 0° to 2° )

For Lines with Single

Conductor

Anyone pow(: r-conductor broken or one ground-wire broken; whichever is more stringent for a particular member

2) Small angle tension "')

towers (2° to 15°) I Anyone

power-3) Me~ium angle

I

conductor broken

tensIOn towers or one ground-wire

( 15°to 30°) ~ broken; whichever 4) Large angle tension 'I is more stringent (30° to 60°) and

J'

for a particular

dead end towers member

b) Double Circuit Towers:

1) T~ngent tower Anyone

power-WI!h s~spension conductor broken

strmgs (0 to 2° ) or one ground-wire broken whichever is more stringent for a particular member "')Any two of the

power-I

conductors broken

I

on the same side

2) S~all an~le to,,:,ers

I

and on the same wIthtenSIOn strmgs

I

span or anyone of

(2° to 15°)

I

·the power-conduc-3) Medium angle >- tors and anyone

towers with tension

I

ground-wire broken str!ngs ( 15° to

I

on. the same span

30 )

I

whIchever

combi-I

nation is more

J

stringent for a

particular member

For Lines with Bu

Conductor

~

Any ground-wire one subconduCl1 from any buno conductor brok w~ichever is m~ strmgent for a par. cular member.

11

unbalanced pull d. to subcondLlch broken may

i

!aken as specifil m clause 5.2.1. Any ground-wit

broken or all sul conductors in th bundle b l' 0k e

whichever is mot stringent for a parb.

cular member

IS : 802 ( Part 1 ) - 1977

For Lines with Bundle

Conductor

4) Large angle (30° to 60°) and de.ad

end towers wIth tension strings

For Lines with S

i

ngle

Conductor

Three pow e 1' -conductors broken on the same side and on the same span or any two of the power-conduc-tors and anyone ground-wire broken on the same span, whichever combi-nation constitutes the most stringent

condition for a

particular member In all types of towers,

the power-conduc-tor supports and ground-wire

sup-ports shall be

designed for the broken-wire co

ndi-tions also

9. PERMISSIBLE STRESSES

9.1 Axial Stresses in Tension - The estimated te?s~le streSses on the net effective sectional area in various members, multIplIed by the appro-priate factor ofsafety shall not exceed minimum guaranteed yield stress of th..: material.

9.1

.

1

For steel conforming to IS: 226-1975*, the permissible axial stress shall not exceed 255 N{mm2 (2600 kgf{cm2).

9.2

Axial Stresses in Com.pression

9.2.1

The estimated compressive stresses in various members. multiplied by the appropriate factor of safety shall not exceed the value gIVen by the formulae in

9.2.2

.

9.2.2

The allowable unit stresSon the gross section of the axially loaded compression member shall be:

.J

F.~

[1- (

:O

}

,

E!::- "

C

c r

IS : 802 ( Part I ) • 1977

b) F,

=

I 960 000 a

(

~

L

r

[

( K!

Y]k

gf/cm2 or Fa

=

2 600 - <-12 .

XL

where

-

r

- ~

120 1960 000 N/mm2

b)

Fa = . (

~L

r

20 000 000 kgf/cm2 or Fa

= (

KrL

)2

Fa

=

allowable unit stress in compression,

F

y

=

minimum guaranteed yield stress of the material,

K L

here -

>

120

K

=

restraint factor, w r ( b )

L

=

length of the compression member (see Appendix B), h - 'dth-thickness ratio exceeds

t

11mformulae

92.3 Where t e Wi , b'

E =modulus of elasticity of steel that is 2 00 000 N/mml • d bstituting for Fy the value Fer given y. KL ~

I

~

~

g:

O:

:

e

~;~

:

m

'

,;

;

n:::n

= "

ti

o

of

any u

nb"

,

.

i

n

9.2.2

,ha

ll

be

[use ,su 0'8

4

-

J

F

.

-

-

=

-

r segment of the member. a) Fer

=

1'8 _ (~ ) y

These formulae are applicable provided the largest width-thickne~ t 11m

ratio

bit

is not more than the limiting value given by: (

b )

b

·

~

when

F

y is in N/mm2

where

t

11m

<

t

<

yF

y

(!!-)

=

208 when Fy is in N/mm2 1 000

I

2

t 11m

V

Fy (

b)

b

when

F

y is in kgf cm

or -

< -<

-"-F-=

-t 11m t V y

or(+)llm=.~6~y5 whenFyisinkgf/cm2 57800 hre

l!.->

310 whcnFyisinN/mm2

vb) Fer

=

(J!

.-.

t)2

wet

V

Fy where 20000 000 ( ~L

r

KL where --

>

Co

r

b

=

distance from edge of fillet to the extreme fibre, and

t

=

thickness of material. b 1 000 when Fy is in kgf/cm2 where

T>

y

Fy 590 000 Fer -

(+

r

9.2.3.1 For steel conforming to IS: 226-1975* in 9.2.3 will reduce to the following: a) Fer

=

459 - 15'7(

+)

N/mml

9.2.2.1

For steel conforming to

IS:

226-1975* the formulae given

in 9.2.2 will reduce to the following provided the width-thickness ratio does

not exceed 13:

[

( K;

Y]

a) Fa

=

255 - 1'22'5 N/mm2

KL

.--

/

Value

of-

~

r 30

+

0'75 L

r

T

y

pe

of Members

c) M bel' with concentric loading at one end

edmnormal eccentricities at the other end of

~

.

~

the unsupported panel with values of

r

up to

nd including 120 (curve 2 of Fig. 4 )

d) ~embers with normal framing eccentricities at

both ends of the unsupported panel for

value of ~up to and including 120 (curve 3 r

of

Fig. 4)

e) Member unrestrained against rotation at both

ends of the unsupported panel for values

of

!::

..

from 120 to 200 ( curve 4 of Fig. 4 )

r

-f) Members partially restrained against rotation L at one end of the unsupported panel for values 28'6

+

0'762 ~r

of

!::

..

ov~r 120 up to and including 225

r

( curve 5 of Fig. 4)

g) Membe;; partially restrained agail!st rotation L at both ends of the unsupported panel for 46'2

+

0'615 r

values of Lover 1201up to and including 250

r

-( curve 6 of Fig. 4).

10

.

1

.

1

A single bolt connection shall not be considered as offering

restraint against rotation. A multiple-bolt connection properly detailed to

minimize eccentricities shall be considered to offer partial restraint if

con-necti?n is made to a member having adequate flexural strength to resist

rotatlO~ of the joint. Points ofintermediate support shall not be considered . Ias offermg restraint to rotation unless they meet the criteria outlined above. compress10

₁

_0.1

_.

₂

_{In the design of members, the length L shall be from centre to}

X

L

cent~e o.f intersection at each end of the member. Example showing the

Value of applIcatiOn of the procedure contained in

10

.

1

,

10

.1.1

and

1

0

.1.2

and

f meth~ds o.f determining the slenderness ratios of leg and bracing members

L

are glVen m Appendix B.

f

1

0

.

1

.

3

The limiting values of

"

£

.

shall be as follows:

T

Leg members and lower members of the cross-arms III compression

Other members carrying computed stresses

Redundant members and those carrying nominal stresses

b where 13

<

t

<

20 Fer

=

4 680 - 160 (

f )

kgf/cm2 -'17800 b) Fer

=

(+

r

N/mm2 or ₆₀

₊

_0'50

_!::

_.

-T b where

->

20

t 590000

(fY

Stress ~n Bolts - The estimated stresses in the bolts multi Ii d

appropnate factor of safety shall not exceed the value given in ~a~le~

TABLE 3 PERMISSIBLE STRESS IN BOLTS

9.3

the

(2)

N/mm' (kgf/cm' )

1. Shear

Shear stress on gross area of bolts For gross area of bolts see14.

For bolts in double shear tI

area to be assumed shall I

twice the area defined

2. Bearing

Bearing stress on gross diameter of bolts

3. Tension

Axial tension stress on the root area of the thread of bolt

For the bolt area in bearin

see 14.5

10.

SLENDERNESS RATIOS

10.1 Compression Members - The slenderness members shall be determined as follows:

Type

of Members

a) L.eg s~ctions or joint members bolted at connec-tiOns m both faces ( curves 1and 4 of Fig. 4 ) b) Members with concentric loading at both ends

of the unsupported panel with value of ~ up to and including 120 (curve 1 of Fig. 4 ) r

200

250

IS

,

: 802 (Part I) • 1977

--

--

.

/'

-.

/ I I Y

.

.... ). . . .

,

.

:

10.1.4

Table 4 gives for ready reference, the values of aHo.wable wi

stresses in N /mm2

(k

gf/

cm') for

L

ratios of compression members of

th

r

types as stipulated in

10.1

for steel conforming to IS: 226-1975*.

10.2 Tension M••••ber

-

The ,]en

d

"ne"

"

ti

o of a memb" ,any;"

axial tension only, shall not exceed 375.

11

.

MINIMUM THICKNESS

11.1

M

i

nimum

t

hickn", o

f

ga

l

vanizedand

p

ainted tow" membe" ,hail ,

as follows:

Leg members and lower members of

cross-arms in compression

Other members

M£nimum Th£ckness, mm

r

-

----

.

A

..

_'

--

__....

,

Galvanized Painted

*Specification for structural steel (standard quality) (fifth reVision).

STRESS Fy ALLOWABLE U TABLE.

I

255 (2600) 255 (2600) 255 (2600) 255 (2600) 255 (2600) 255 (2600) 255 (2600) 255 (2600) 254 (2590) 254 (2590) -- -- -_. -6-1-

-

s

4

49 254 ₍₈₉₀87_{) (780)}76 ₍₆₉680)_{__}(620)_{__}(550) (500) (2590 -- 60 54 48 254 86 7~g). (6~b) (610) (550) (490) (2 590 (880) ( - -- 53 48 254

"-

a

s-

(7~6) (6~b). (6g~) (540) _(490) (2590 (870) -- ---

----

s9

'

53 47 254 -11-3 (7~6) (6~~) (600) (540) (480) (2590 (850) -- --5 -5-8- 52 47 253

-

---

-

-

-a2

(7~6) (6~0) (590) (530) ~~ (2580 (840) -- -- -5-7' 52 47 253 -8-1 71 66) (580) (530) (480) (2 580 (830) (730) (65 __. __ ~ -- - 57 51 253"-g() (7~6) (6~6) (580)!~ (480) (2 580 (820). -~' -- ~ 50 46 253 - -7-9 70 63 (570) (510) (470) (2580 (810) (720) (640) __. __ ~ --- 62 56 50 252 -7-8

I

(77~) (630) (570) (510) (460) (2 570 (800) -- --

---

-

-

s5

49 45 252 - -~7-7-1 68 (6~6) (560) (500) (460) (2570 (790) (700)

ISI802 ( Part I ) • 1977 _ TABLE 4 ALLOWABLE UNIT STRESSES IN Njmm2 (kgffcm2 ) FOR MEASURED StENDERNESS RATIOS (Ljr) FOR STEEL WITH YIELDSTRESS Fy

=

255 NjmmJ (2600 kgfjcm2)

(Clause 10.1.4) J '~

I

I Curve 6, : measured Llr 120 136 153 I 169 185 201 218 234 250 ! (KLfr",,46'2+ , 0'615 Llr)

-

_-

_--

-

--

--- --- -- ---

'-

_--

_-

_-

_--

_-

_-

---

Curve

-

5,

-

--"~~'" measured Llr 120 133 1461 159 173 186

;

r

f

f

:

'"212 ' •...225 (KL/r=28'6+ 0'762 Llr)

-

_-

_-

_-

_-

_-

_-

_-- --- ---

_-

_:

--

_.

_~

-

'

-'- -~e 3, measured Llr 0 20 40 60 80 100 120 I ( KLlr=60+

I

,. ' 0'5 Llr) -- --- --- --- ---

_---

--

--

_--

~

--Curve 2,

.

,_.. measured Llr

~

./ ,-' ,: ( KLlr=30+ 0 13'3 26'7 40'0 53'5 66'7 80'0 93'3 106'7 120 '~" '.' 0'75 Llr)

3

..

.

-

-

-

--

--- ,-- --- ---

---

---

--

-- ---

-

--

----Curve 1and 4 :1 70 measured Llr./ 0 10 20 30 40 50 60 80 90 100 110 120 130 140 150 160 170 180 190 200 (KLlr=Llr)

---

-

--

-

,

--~

-- -- --

--

--KL_- -+ -0 10 20 3e1 40 50 - 60 70 80 90 100 110 120 130 150 160 170 180 190 200 r .

I---

-

_-- ---

-

'

--

-

-

--

-

-

--

--0

I

₂₅₅ 254 252 247 242 •. 234 225 215 203 188 173 156 137 116 100 87 76 68 61 54 49 (2600) (2590) (2570)

I

(2520) (2470r (2390) (23QO). (2 190) (2070) (1 920), (l 770) (l 590)' (1400) ₍₁₁₈₀₎ (1020) (890) (780) (690) (620) (550) (500) --- --'

-

--

-

,

-

-

-

--

---

-

-I 255 254 251 247 241 233 224 . 214 201 187 171 154 134 114 99 86 75 67 60 54 48 (2600) (2 590) (2 560) (2520) (2460y' (2'380): (2290) (2180)

~

(1910) (1 75~) (1570) "(1 370) (1160) ~, (880) (770) (680) (610) (550) (490) 2 255 254

I

251 246 240 232 223 213 200 185 169 152 131. 113 971' 85 74 67 59 53 48 (2600) ₍₂₅₉₀₎

I

₍₂₅₆₀₎ (2510) (2450)' (2370) , (2280) - (2 170) (2 ~40) (1 890) (I 730) (1550) (I 340)' (1 150) ~ (870) (760) (680)· (600) (540) (490) 3 255 254 251 246 240 • 232 .---222 ---21'2 199 184 168 ---151 129 111 96 R3 73 66 59 53

--'

47 (2600) (2590) (2 560) (2510}' (24S0Y (2370r (2270) (2 160) (2030) (1 880) (1 720) (1 540) (1 320) (1 130) (980) (850) (750) (670) (600) (540) (480) 4 255 253 250 245 ' 239 / 231 221 210 197 182 166 149 127 109 94

J

.

82-7-2-65'

-

-

58

--

52 --47 (2600) (2580) (2550) (2 500) (2440) (2360) (2260) (2 140) (2dl0) (1860) (1 700) (1 520) (1 300) (1110)' ~_ (840) (740) (660) (590) (530) (480) 5 _{255 253 250 245 238 230 220} ---₂₀₉ ---₁₉₆ ---_lRI

-

--

₁₆₄ ---_{147 125 108 93} -8-I---:n- ~ -5-7-1

52

47 (2600) (2580) (2 550) (2500) (2430) . (2 350) (2250) (2 130)'

E

(1850) (I 680) (1 500) (1 280) (1 100) (950) (830) (730) (650) (580) (530) (480) 6 _{255 253} ---

---

---SO--7-1- ~ 249 244 237 229, 220 208 194 179 163 145 123 106 92 57 51 47 (2600) (2580) (2540) (2490( (2420)' (2 340r~ (2240) (2 120) (1G(0) (1830) " (1 660). (1480) (1 280)- (1 080) (940) (820) (730) (650) (580)

I

(520) (480) 7 _{255 253}

--

--- _h13 ~-

---

;;g

---

m

63

-5-6-1

50

249 243 , 237 228 , 219 207 178 162 143 121 105 91 46 (2600) (2580) (2540) (2480)" (2 420) (2330)" (2230) (2110) (l 970) (1820)', (1650) (1460) (l 240) (1 070) (930) (810) (720) (640) (570) (510) (470)

78

1

69

-

6-2-

-

-

--8 _{254 252} 248 243 236 227 217 206 191 176 160 141 120 I 103 89 - 56 50 45 (2590) (2 570) (2530) (2480) (2410r (2320) (2210) (2 100) (11950) (1800) , (1630) (l440) (1 220)- I(l 050) ~_ (800) (710) (630) (570) ~ (460) 9 _{254 252}

-

-

--248 242 235 . 226 216 204 190 174 158 139 _{\ 118} I 101.

I

88 77 I 68 61 55 49 45

-

(2590) (2570) (2530) (2470) (2400) . (2310) (2200) (" 080) (11940), (I 780) (I 610) (1420) (1 200y ,(1 030)· (900)' (790)

I

(700) (620) (560) (500) (460)

'

1

23

.

l

J

~.

1

OF -r

·

2. NET SECTION

A

L AR

E

A

1Th tsectional area shall be the least area which is to' be obtained

,2.d d et~eg from the gross sectional.area, the area ofall holes cut byany

)y _{, h}e ue_t In I' I bId "th

.1'agonal or zigzag me across t 1emem er. n etermmmg e ,tra11g , 01f the holes to be dedncted from ·gross sectional area, the full

,ota ar

d

I

r.

'1

f . f the first hole shall be counte , p us a !ractlOna part x, 0 each

~~~e~ding hole cut by the line of holes under consideration. The value

)f

x shall be determined from the formula,

pz

'

x

=

I - 4gd

where

p,= longitudinal spacing (stagger), that is the distance

between two successive holes in the line of holes under

consideration;

'I ,bl';; transv6rse' sihc~J;ig(gaukc' ),"that is the distance between

.'.~the S'ame tWo consecutive holeS asfor P; and Id,= qliameter of holes.

For holes in opposite legs ofangles, the value ofg should be the sum

fthe gauges from the back of the angle lessthe thickness ofthe angle,

13.1 In t~e case, ofsingle angles in tension tonnected by one leg only, the

net effectlVesectIon ofthe angle shall be.taken as

A

+

Bk where

A = net sectional area of the connected leg,

B

=

area of the outstanding leg

=

(l -

t) t,

l

=

length of the outstanding leg~

t

=

thicklJess of the leg, and I k=- . I

+

O'35~ A 13.2 In the ca f ' f

)nly on I s~0 pall' 0 angles back to back in tension connected by

Uea sha~l begtOkeach angle to the same side of gusset, the net effective e a en as

~ +

Bk

APPENDI

X

A

(Clause

0

.

3)

WER LOADINGS FOR A TYPICAL

'~LCULATION

°v

FTDOOUBLECIRCUIT LINE

( ~ 132 k

A-I. BASIC DATA a) Type of tower

b) Normal span

c) Wind press(u~r be taken on

I

t

1) Tower 0 fone

times the exposed area 0

face) d d wire 440 N/m2 (45 kgf/m2 )

2) Conductors an groufnll pro

-14.1 Minimum Diameter of Bolts - The diameter of bolts shall n (To be taken on u

be lessthan 12mm. jected area) UCTOR

14.2 Preferred Sizes or Bolts - Bolts used for the erection of tranA_2. CHARACTERI~TICS ~F ~_~~~* 30/3'00 mm Al

+

7/3'00 mm

mission line towers shall be of diameters 12, 16and 20 mm. a) Size conformmg to IS . 39 St ACSR

. . f the 21 mm

b) Overall d1a met e r 0

conductor 261'2 mm2

) Area of the complete conductor n9 500 N ( 9 127 kgf)

~) Ultimate tensile strengtl;1 9 570 N/km (976 kgf/km)

e) Weight ... 37 250 N ( 3 800 kgf) (say)

f) Maximum workmg tenslOn

14.5 The bolt area for bearing shall be taken as d X t where d is th S OF GROUND WIRE

diameter ofbolt, and t the thickness of the thinner of the parts joined. A-3. ·CHARACTERISTIC. t 7/3'15 mm galvanized strande~

a) Size con fo l' m 1n g 0 steel wire of 110 kgf/mm

IS: 2141-l968t quality

9'45 mm

b) Diameter . 54'5 mm!

c) Area ofcomp~ete ground wue 56000 N (5710 kgf)

d) Ultimate tensl1e strength 4200 N/km ( 428 kgf/km)

e) Weight . . 24 500 N (2 500 kgf) (say)

f) Maximum workmg tensIOn. ' thod of calculation

A-4. TOWER LOADING - Table 5 glveStypIcal me

of tower loading, , se of normal

d 'd' h I ding' on tower m ca

A-4.1 Figures 5,6 an 7m Icate t e oa ~ d t r conditions respec-conditions, broken-wire conditions and broken-Wcan uc 0'nd loads acting as

'1 "V W W W W W Wand 7' are WI - 6)

tlve y. YI g, 1, ~' 3'. 4' 5'. 6 d lculation in Table .

shown at the respectIve pomts (see wmd loa ca d

--- , . d ted cored aluminium con uc

-• Specification for hard drawn stranded alumml\~m an s

tors for overhead power transmission purposes (revls~d).

t

Specification for galvanized stay strand (first revISIon). where

A

=

net sectional area of the connected leg,

B

=

area of the outstanding leg, and

1

k

=

B'

1

+

0'2'

1

1

13.2.1 The angles shall be connectecl together along their lengths

accordance with the requirements of28.4 and 29.2 ofIS: 800-1962*.

14.3 The length ofbolts shall be such that the threaded portion does n(

lie in the plane ofcontact of members.

14.4 Gross Area of Bolt - For purposes of calculating the shear stro

the gross area ofbolts shall be taken as the nominal area of the bolt.

14.6 The net area of a bolt in tension shall be taken as the area at the roo

of the thread.

14.7 Holes for Bolting - The diameter of the hole drilled or punch~ shall not be more than the nominal diameter of the bolt plus 1'5 mm.

15.1 The angle between any two members common to a joint of a trusse/

frame shall preferably be greater than 200 and never less than 150, due tl

uncertainty ofstressdistribution between two closely spaced members.

IS : 802 ( Part I ) - 1977

Tangent tower with suspension

string ( 00 to 20 )

335 m

TABLE 5 TOWER LOADINGS ( ClauseA-4 ) SL DESCRIPTION No. (I) i) Ground WireSupport a) Transverse loads 1) Wind load on wire 2) Due to deviation Total b) Vertical loads

I) Weight of wire per

weight span 2) Weight of ground wire attachment 3) Weight of lineman with tools Total c) Longitudinal

ii) Power Conductor Support

IN 51 UNITS

,..---- -J,.._. ...•

Normal Condition Broken Wire Condition

335* X0'00945. X 440= 1392 N 2 X 24500 X Sin-1° =854 N 0-6tx 1392 = 835 N 0-5 X 854

=

427 N (335 X 1-5 )t X 4'20 = 2110 N 50 N 1500 N IN METRIC UNITS

,

.

.---

-

---"'---

.

Normal Condition Broken Wire Condition

335* X 0-00945 X 45 =142'2 kgf i2 X 2 500 X Sin 10 , .= 87-1kgf 229-3 ~gf 0-6 X 2110 = 1265 N (335 X 1-5)t X 0'428 - = 215-0 kgf 50 N 5-0 kgf 2815 N 24500 N

a) Transverse load

I) Wind load on con-ductor

2) Wind load on in-sula tor sprip.g. Diameter of insulator skirt =254 mm. L~~gth ::;finsulatot' string with arching horns = 2000 mm. 1910 X 0'254 1910 X 0'254 =485 N

=

485N 335 X 0-021 0-6 X 3100

=

1860 N X 440 =3100N

Net effective project-ed area

0'5 X 2000 X 254 1000xI000 = 0-254 m"

3) Due to deviation 2 X Sin 10 0-5 X Sin 10

X 37250 = I305 N X 37250 =325 N

b) Vertical Load

1) Weight of conductor per weight span

2) Weight of one in

-sulator string includ -ing hardware 3) Weight of lineman with tools 335 X 1-5 X 9'57 0-6 X 4800

=

2 880 N = 4800 N 600 N 600 N 6900 N 4980 N Nil 0'5 X 37 250-18625 N

iii) Torsio7Wl ShearperFaceat the

Top Conductor Position

r

Distance between e 1

I

conductor point of suspen- \}

-I sion and the centre line of

~ the structure =4'0 metres

I

(say)

I

I

Width of the tower at con-

I

L

ductor level = 1'4 m (say)

J

18625 X4-0

=

26610 N 2 X 1'4 335 X 0-021 X 45

=

316'5 kgf 195 X 0'254 = 49'5 kgf 2 X Sin lOx 3 800, = 133'0 kgf 499'0 kgf 335 X 1-5X0'976 = 490'0 kgf 60'0 kgf 0-6t X 142'2 =85'3 kgf 0'5x87'1 = 43'6 kgf 0'6 X 215'0 = 129'0 kgf 5-0 kgf 150'0 kgf 284-0 kgf 2500 kgf 0'6 X 316':> = 190'0 kg[ 195 X 0'254 =49'5 kgf 0'5 X Sin lOx 3 I) = 33'3 272'8 kgf 0'6 X 490

=

294'0 kgf 60'0 kgf 700'0 kgf 504'0 kgf Nil 0'5X3 800-1 900kg£ 1900 X 4'0=2 714 k f 2 X 1'4 g

iv) Wind Loads on Towers - The details in regard tothe method of calculating equivalent wind loads at ground and conductor points due towind load ontower are given inTable 6.

v) Dead Weight ifStructure - Dead weight of the structure up tothepoint where stresses are being computed = Ws

*Vv'ind span = Normal span _ 335m.

tIt is assumed that spans are equal.

( Clause A-4.1 )

ALT!- EXPOSED AREA

I

C.G. OF THE AREA AREA TRANSFERRED(m2) WIND ONPOINTS

TUDES OFTHEMEMBERS GEOMETRICAL M MENT OF THE PART CONFIGURATION AT BASE

NORMAL TO THE OF THE PART OF PART To Top of To Base of Total N kgf DIRECTION OF WITH RESPECT TO (n -.m) Part Part (5)+(6) [(7)Xl'5X [(7) X 1'5x

THE WIND BOTTOM (4)-;-(1) (2)-(5) 1910*] 195*]

(TRANSVERSE OF THE PART FACE) (AsSUMED) m (m2) m 1 2 3 4 5 6 7 8 9 I GROUND WIRE W~

.

LEVEL

~

0'444 0'444 1270 130 PART I 4'50 1'40 1"43 2'0 TOP CONDUCTOR W, _-

_.

0'956 _{1'867 5350 545} LEVEL

~

0'911 PART II 4'50 2'07 1'98 4'1 MlDDLE CONDUCTOR W2 1'159 _{2'214 6340 646} ---

_-

- -LEVEL

f

1'055 PART III 4'50 2'30 2'06 4'74

BOTTOM CONDUCTOR

w)

I'>

.,

'

,.

<

1'245 _{2'645 7580 774}

LEVEL 1'40 PART IV 7'0 3'06 3'20 9'8 W, 1'66 BR ACING

--_

.

I

- _--- -- 3'35 9600 980 LEVEL 1'69 PARr V HI 3'58 3'30 1'8 I Ws 1'89 BRACING - - _'---

-

- 3'82 10940 1115 LEVEL

-

1'93 PARr VI 7'() 3-9G 3'40 3'5 , W& ;Qm 2'03 GROUND _{--I--- 4'23 12120 1238} LEVEL

rLl

"\

2'2 PAR' VII 6'00 _{4'55 2'9} 3'2 2'35 2'35 6740 687 CONCRETE 'tV,

-LEVEL

_!

of TOW'R

~

*Wind on tower body is ata rate of 1910N/m2( 19 kgf/m2).

1262 2246 Wg ___ (129) Wg ___ (2291 18025 (19001 tv, "" 4890 (499j-T 4890\4"99i· T

--.~

"

'

,

w,

4890 (499) 2 (W9)1 489 (r99i T

~

6900

L

---(700) ____ ~

w,

w

,

(7001 "'1 489014991 2 4890t499j'T

,

-

489014991 l

w,

w

,

w

,

w,

w

,

,

T T T T ...., l><"'

:;

-

O'll

~

"

3M 5'

~

"

..,

;

.

~

;:l

:

a

cr

"

n 0

~

5:

"

..

,

<1> 0. 0'

..•

~

0

..•

~

;:l OQ 0

;;

:;

-<1>

~

5' 0. 0" \lJ 0. 0 ;:l 5'

~

"

;t ~1 6> A 0 6 <D <D 0 <.n

-<.n

-"

"

"

"

-

-

-""

6 cO

-

"" ..:. en

_""

<D 6> ,j>. <.n 0'>

_'

_-

_'

_"

I

<D

""

_~

_"",j>.

""

cO

~

""

"

0

"

'> _""

"

"

-

cO

'

-'

"

_""

_"

_"

<.n ,j>.

-

_0'> <.T' ,j>. -.J 0'>

-

-""

0 -.J <D -.J ,j>.

""

<D 0'> 0'> <.n 0 0

~

0 <.n

""

""

0 00 ,j>. _<.n 0 0 0 0'>

-

-"

"

00

""

-

<D -.J -.J ₀₀

-

00 0'> <.n <.n 0 -.J ,j>. ,j>. ,j>. _{0'> <.n} 21t.G Wg 127.91 "" "',

w,

wi T

,

-

T T

"

'

.

"'6 W6 W6 "T T "T 2 1 EXTENSION EXTENSION

w,

W, w,

w

,

,

1 T T

"

~

'. t:E

~.:

W6 7--~-~ .

NOTE _ Loads are given in N( kgf). NOTIl.- Loads are given in N( kgf).

FIG. 6 BROKEN WIRE C ONDI-TIOMiIl( GROUND WIRE BROKEN)

NOTE I - Loads are given in N( kgf). NOTE 2 - Loadings have been shown for top conductor broken. For middle and/or bottom conductor broken condi-tions, broken wire loads computed in Table 5 may be substituted at middle and/or bottom conductor points, loadings

at other points remaining unchanged.

FIG.

7

BROKEN 'WIRE CONDITION

.

.

IS

s

802 ( Part I ) - 1977

STAGGERED

BRACING

MEMBER USING

-

2

.

LEG

APPENDIX

B

( Clause 10

.

1.2 )

EXAMPLES OF DETERMINATION

OF SLENDERNESS R

AT

I~

B-O. Example of determining the effective length ofcompression memb,

of towers based on the provision given in 10 are given below.

x \~ v y/'"

>

;/"~

Y

v /

I

x LEG I

I

::iter W w::i': era

z

l

-WLL

oa

Method of Loading/Rigidity of ]oints

Method of Loading/Rigidity of Joints

Concentric loading

L from 0 to 120 (cUi've 1 in Ty.., Fig. 4) L L L -- or -- or 0'50 - from T Tyy Tvv

120

(curve

1

in Fig. 4) ~ or

.

J:..

.

..

or O·5

.

J:.-

from Txx Tyy Tyv to 150 ( curve 4 in Fig. 4 ) No restraint at ends L ._- from 120 to 150 (curve 4

in

Tyy Fig. 4)

IS : 802 ( Part I ) - 1977

B-3. EFFECT OF END CONNECTIONS ON MEMBER

CAPACITY

*

r

-

L, X I yv~ y

-

nr

x 'v

Method of Loading/Rigidity

of Joints

Tension system with compression strut

( eccentricity in critical axis)

*

MEASURED

LENGTH

Bracing Requirements ( Single

Angle Members) :

Single bo!t connection, no restramt at ends

'~

I I I I I

--

u

'

:

1-'----- I I I I

,

,

I I Multiple bolt connection partial restraint at both

ends (see 10.1.1 ) L -- from 0to 120 rvv ( curve 3in Fig. 4) L - from 120to200 rvv ( curve 4 in Fig. 4) L -- from 120 [0250 Tv\, (curve 6 in Fig. 4) IS: 802 (Part I) - 1977 LOADING TWO ANGLE MEMBER

4. CONCENTRIC x --j11--10mm 1\'1 Method of Loadingf'Rigidity

1

r-

y of Joints y-- \ "

I

Tension syst,em strut . com presSiOn strut I concentric loading x L L __ or -" - from 0 to rx>. ryy 120 ( curve 1in Fig. 4 )

*

MEASURED LENGTH

Bracing Requirements (Two Angle Member) :

Single bolt connection, no

restraint at ends ~rxxor ~Tyy from 120to 200

( curve 4in Fig. 4)

Multiple bolt connection,

partial restraint at ends

( see 10.1.1 )

~ or

-.

!:

.

-

from 120to 250

Txx ryy

IS : 802 (Part I ) _ 1977

B-5. K-BRACING TWO ANGLE MEMBER

Method of Loading/Rigidity if Joints Tension-compression system

with compression strut:

Multiple bolt connection partial restraint at ends and intermediate

( SIt10.1.1 )

Bracing Requirement ( Two

Angle Member) :

Concentric load at ends,

eccentric loading at intermediate in both directions L L 0'5 - or - frolli ryy "xx to 250 (curve ~ Fig, 4) 0'5 ~ or

...

!:-

from' ryy rxx 120 ( curve 2in Fig.

Concentric loading at 0'5 ~ or

..

£

from0

ends and intermediate ryy rxx

120 ( curve 1in Fig.I IS:802 ( Part I )•1977

N DI

AG

O

NAL BRACING

L'

DETERMINA

T

IO

~

B-6, Method ol LoadillglRigidity

4

.1oillts

Ttflsioll-comprt'ssion sJ'stem (member carr)'ing eqllat

andopjJositestressfS):

Eccentricity in critical axis x

Y

v-~--v / '""', I Y

/

Snoinglreestrbolaintt coat r-nnection,nds

V I. 75 L* f 0'5- or O' - rom 'vv 'xx

o

to 120 (curve 2 in Fig. 4) I. I. 0'5- or 0'75-from rvv - 1":tx 120to 200 (curvr- 4·in Fig. 4)

Multiple boltconnection Other curves as stated in

and concentric loading thelieexamples may be used

B-

7

. EFFE

CT

OF SU

B

DIVIDED PANEL

S A

ND E

N

D CO

N

NEC

T

I

(

)

~

LOADING

T

WO

ANGLE MEMBER

,

ON ME

M

BER CA

PA

CITY

B

-

3. CONCENTRICpANELS

SUBDIVIDED

Method ofLoading!Rigidity ofJoints Tension ~stem with

compression strut:

Eccentricity 10 critical

axis

Bracing Requiremtllts : Single bolt connection,

no restraint at ends for intermediate

Multiple boltconnection at ends. Single boil connetion at interme -diate point: Partial restraint at one end, no restraint at intermediate(see10.1.1 )

Partial restraint at both

ends (see 10.1.1 ) Multiple boll connection Partial restraint at ends and inter10e diate (see10.1.1 ) L L 0'5 - or-- frum01 Tvy 'xx 120(curve 3 in Fig.! L L 0-5 - or- from 120 TVY 'xx 200 (curve 4-in Fig.l 0'5 ~ from 120 tot rv. (curve 5 in Fig.4-)

!

:

.

..

from 120 to 2' rxx ( curve 6 in Fig.4) 0'5~ or

.

!

:

-

froUl120 Tvv 'xx . I 250 (curv~ 6inFIg·

Method of Loading/Rigidity of Panel Tension ~stem with

"mpresion strut:

Concentric loading

Bracing Requi"ment:

Single bolt connection,

no restraint at ends and

intermediate

Multiple bolt connection

atends. Single bolt con

-nection at intermediate

joint

Partial restraint at one end,

no restraint at interme

-diate(see 10.1.1 )

Partial restraint at both ends (see 10.1.1 )

Multiple bolt connection

Partial restraint at ends

and intermediate (Sel

STANDARDS INDIAN

ON .TO AL ENGINEERING

STRUCTu~

[S: 1and angle sections (revised) ,,

808-1964 Rolled steel bca~ channe Ild steel beams; MB series (second revISIon)

3D'menslOns for hot ro e , d)

808 (Part I)-197 I, structural steel sections (revIse

811 1964 Cold formed hght gauge 1

125;-1958 Rolled steel secti~ns, bulb angleSIt sheet and strip for structural and general

4 D'menslOns for stee pae, ")

Kamani Engineering Corporation Ltd, Bombay 1730 (Part I)- ~97 ,I rposes: Part I Plate (first revISIOn , 1 dgeneral

engineering pu 1 1 heet and strip for structura an

, D' 'ons for stee pate, s ")

Tata Hydro Electric Power Supply Co Ltd, BOrnt1730 (Part II )-197~ Imensl 'Part II Sheet (first revISIOn 1

engineering purposes, 1 1 h et and strip for structural and genera

( CSI D' ' ns for stee pate, s e ,

11730 (Part III)-197~ Imensl~s' Part IIIStrip (first revisIOn) , ,

engineering purpos ' h Il dsteel products (secondrevIsIOn)

Ilin and cutting tolerances for ot-ro e , ,

~:bul:r steel poles for overhead power lines (first reVISIOn)

Aluminium equal legangles Aluminium unequal leg angles

Aluminium channels ,

Hot rolled steel channel sections forgeneral engineering purposes

Aluminium Ibeam Aluminium tee sections

Use ofstructural steel in general building construction (rcvi,sed) 1 b 'ld'

Use of cold formed light gauge steel structural members m genera UI mg

construction "

r

t rs.Part I

802 (Part I )-1977 Use of structural steel in over~~ad transmlSSlOn- me owe .

Loads and permissible stresses (second reVlswn ) 'd d 'I

. 1 'ld tic lindrlcal wel e 01

803-1976 Design fabrication and erection of vertlca ml s ee Y

storage tanks (second revision)

Use ofsteel in gravity water tanks

Use of steel tubes in general building construction (revised) .

, ' dt f g (structural portion)

Code of practice for deSIgn, manufacture, erectIOn an esIn

of cranes and hoists

3177-1965 Code of practice for design of overhead travelling cranes and gantry cranes

other than steel work cranes

4000-1967 Assembly ofstructural joints using high tensile friction grip fasteners

4014 (Part I) -1967 Steel tubular scaffoldings: Part I Definitions and materials ,

4014 (Part II )-1967Steel tubular scaffoldings: Part II Safety regulations for scaffoldmg

4137-1967 Heavy duty electric overhead travelling cranes including special service

machines foruse in steel works

6533-1971 Desi n and co st Uc.tiOD--oLot•••l ••• h: .·_

Members

CHIEF ENGINEER Andhra ~

SUPERINTENDINGENGINEER(Alternate)

SHRIK. R, DEB Damodar Valley Corporation, Calcutta

SHRI SWARAJ GUPTA(Alternate)

SHRIj. C.GUPTA U. P. State Electricity Board, Lucknow SHRI V. B,SINGH(Alternate)

SHRIOM KHOSLA

SHRI S. N. SINGH (Alternate) SHRIS.N. MISRA

SHRI S. R. JOSHI(Alternate)

SHRIN. D. PARIKH SHRI S. D. DAND (Alternate) SHRI R. N. PENDSE DR R. RANJAN(Alternate) SHRI N. V. RAMAN Representing

'esh Electricity Board, Hyderabad

Structural Engineering Research Centre Roorkee

SHRI R. NARAYANAN (Alternate)

SHRlT. K. RAMANATHAN Triveni Structurals Ltd, Allahabad 1852-1973

SHRI K. V. S. MURTHY (Alternate) 2713-1969

REPRESENTATIVE Bhakra Management Board 3908-1966

SHRI NIRPINDER SINGH(Alternate)

SHRIA. P. SHARMA Madhya Pradesh Electricity Board,jabalpur 3909-1966

SHRI N. SINHA Bihar State Electricity Board, Hazaribagh 3921-1966

SHRI K. THlMMIAH Karnataka State Electricity Board, Bangalore 3954 1966

SHRIS. N. VOHRA Inspection Wing, Directorate General of Suppliesl

-Disposals, New Delhi 5384-1969 6445-1971 IS: 800-1962 801-1975 805-1968 806-1968 807-1963

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.

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.

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.

7205-1974 Safetycodefor erection ofstructural steel work

8147-1976 Code of practice for use of aluminium alloysin structures

Handbooks for Structural Engineers

SP: 6(1)-1964 Structural steel sections(revised)

,./SP: 6(2)-1962 Steel beams and plategirders V-SP: 6(3)-1962 Steel column and struts

SP: 6(4)-1969 High tensile friction grip bolts

SP: 6(5)-1970 Structural useof light gauge steel

SP: 6(6)-1972 Application of plastic theory in design of steel structures

SP: 6(7)-1972 Simple welded girders

IS:

804-1967 Rectangular pressed steel tanks (first revision)

7215-1974 Tolerances for fabrication of steel structures